Shear Strength of Soils...Retaining wall Shear failure of soils At failure, shear stress along the failure surface (mobilized shear resistance) reaches the shear strength.Shear failure

Shear Strength of Soils

Course outcomes

Course

outcome

CO1

Understanding of the shear strength behavior of soil

and different laboratory methods for determination of

the strength of soil

CO2

Application of the principles and basic of soil

mechanics in the analysis of slope stability and

retaining wall

CO3 Understanding and evaluation of the basic and

engineering behavior of the rock

CO4

Application of the principles and basic of rock

mechanics in the analysis of slope stability and

tunnellling

Strength of different

materials

Steel

Tensile

strength

Concrete

Compressive

strength

Soil

Shear

strength

Presence of pore water Complex

behavior

Embankment

Strip footing

Shear failure of soils

Soils generally fail in shear

At failure, shear stress along the failure surface (mobilized shear resistance) reaches the shear strength.

Failure surface

Mobilized shear

resistance

Retaining

wall



Retaining

wall


At failure, shear stress along the failure surface (mobilized shear resistance) reaches the shear strength.

Failure

surface

Mobilized

shear

resistance


Shear failure mechanism

The soil grains slide over each other along the failure surface.

No crushing of individual grains.

failure surface

Shear failure mechanism

At failure, shear stress along the failure surface () reaches the shear strength (f).

Mohr-Coulomb Failure Criterion

(in terms of total stresses)

f is the maximum shear stress the soil can take without

failure, under normal stress of .

tan cf

c

Cohesion Friction angle

f


(in terms of effective stresses)

f is the maximum shear stress the soil can take without

failure, under normal effective stress of ’.

’

'tan'' cf

c’

’

Effective cohesion Effective

friction angle f

’

u '

u = pore water

pressure


'tan'' ff c

Shear strength consists of two

components: cohesive and frictional.

’f

f

’

'

c’ c’

’f tan ’ frictional component

c and are measures of shear strength.

Higher the values, higher the shear strength.

Mohr Circle of stress

Soil element

’1

’1

’3 ’3

q

’

q

q

222

22

'

3

'

1

'

3

'

1'

'

3

'

1

Cos

Sin

Resolving forces in and directions,

2'

3

'

1

2'

3

'

1'2

22


2'

3

'

1

2'

3

'

1'2

22

’

2

'

3

'

1

2

'

3

'

1

'

3 '

1


2'

3

'

1

2'

3

'

1'2

22

’

2

'

3

'

1

2

'

3

'

1

'

3 '

1

PD = Pole w.r.t. plane

q

(’, )

Soil elements at different locations

Failure surface

Mohr Circles & Failure Envelope

X X

X ~ failure

Y Y

Y ~ stable

’

'tan'' cf


Y

c

c

c

Initially, Mohr circle is a point

c+

The soil element does not fail if

the Mohr circle is contained

within the envelope

GL


Y

c

c

c

GL

As loading progresses, Mohr

circle becomes larger…

.. and finally failure occurs

when Mohr circle touches the

envelope

’

2

'

3

'

1 '

3 '

1

PD = Pole w.r.t. plane

q

(’, f)

Orientation of Failure Plane

’

’1

’1

’3’3

q

’

’1

’1

’3’3

qq

’

Failure envelope

(90 – q)

Therefore,

90 – q ’ = q

q 45 + ’/2

Mohr circles in terms of total & effective stresses

= X

v’

h’ X

u

u

+

v’ h’

effective stresses

u v h

X

v

h

total stresses

or ’

Failure envelopes in terms of total & effective

stresses

= X

v’

h’ X

u

u

+

v’ h’

effective stresses

u v h

X

v

h

total stresses

or ’

If X is on

failure

c

Failure envelope in

terms of total stresses

’

c’

Failure envelope in terms

of effective stresses

Mohr Coulomb failure criterion with Mohr circle

of stress

X

’v = ’1

’h = ’3

X is on failure ’1 ’3

effective stresses

’ ’ c’

Failure envelope in terms


c’ Cot’ (’1 ’3)/2

(’1 ’3)/2

2'

2''

'

3

'

1

'

3

'

1

SinCotc

Therefore,

Mohr Coulomb failure criterion with Mohr circle

of stress

2'

2''

'

3

'

1

'

3

'

1

SinCotc

( ) ( ) ''2''

3

'

1

'

3

'

1 CoscSin

( ) ( ) ''2'1'1 '

3

'

1 CoscSinSin

( )( ) ( )'1

''2

'1

'1'

3

'

1

Sin

Cosc

Sin

Sin

2

'45'2

2

'452'

3

'

1

TancTan

Other laboratory tests include,

Direct simple shear test, torsional

ring shear test, plane strain triaxial

test, laboratory vane shear test,

laboratory fall cone test

Determination of shear strength parameters of

soils (c, or c’, ’)

Laboratory tests on

specimens taken from

representative undisturbed

samples

Field tests

Most common laboratory tests

to determine the shear strength

parameters are,

1.Direct shear test

2.Triaxial shear test

1. Vane shear test

2. Torvane

3. Pocket penetrometer

4. Fall cone

5. Pressuremeter

6. Static cone penetrometer

7. Standard penetration test

Laboratory tests

Field conditions

z vc

vc

hc hc

Before construction

A representative

soil sample z

vc +

hc hc

After and during

construction

vc +

Laboratory tests

Simulating field conditions

in the laboratory

Step 1

Set the specimen in

the apparatus and

apply the initial

stress condition

vc

vc

hc hc

Representative

soil sample

taken from the

site

0

0 0

0

Step 2

Apply the

corresponding field

stress conditions

vc +

hc hc

vc +

vc

vc

Direct shear test

Schematic diagram of the direct shear apparatus

Direct shear test

Preparation of a sand specimen

Components of the shear box Preparation of a sand specimen

Porous

plates

Direct shear test is most suitable for consolidated drained tests

specially on granular soils (e.g.: sand) or stiff clays

Direct shear test

Leveling the top surface

of specimen

Preparation of a sand specimen

Specimen preparation

completed

Pressure plate

Direct shear test

Test procedure

Porous

plates

Pressure plate

Steel ball

Step 1: Apply a vertical load to the specimen and wait for consolidation

P

Proving ring

to measure

shear force

S

Direct shear test

Step 2: Lower box is subjected to a horizontal displacement at a constant rate

Step 1: Apply a vertical load to the specimen and wait for consolidation

P Test procedure

Pressure plate

Steel ball

Proving ring

to measure

shear force

S

Porous

plates

Direct shear test

Shear box

Loading frame to

apply vertical load

Dial gauge to

measure vertical

displacement

Dial gauge to

measure horizontal

displacement

Proving ring

to measure

shear force

Direct shear test

Analysis of test results

sample theofsection cross of Area

(P) force Normal stress Normal

sample theofsection cross of Area

(S) surface sliding at the developed resistanceShear stressShear

Note: Cross-sectional area of the sample changes with the horizontal

displacement

Direct shear tests on sands

Sh

ea

r s

tre

ss

,

Shear displacement

Dense sand/

OC clay f

Loose sand/

NC clay f

Dense sand/OC Clay

Loose sand/NC Clay

Ch

an

ge i

n h

eig

ht

of

the s

am

ple

Exp

an

sio

n

Co

mp

ressio

n Shear displacement

Stress-strain relationship

f1

Normal stress = 1


How to determine strength parameters c and S

hear

str

ess,

Shear displacement

f2

Normal stress = 2

f3

Normal stress = 3

Sh

ear

str

ess a

t fa

ilu

re,

f

Normal stress,

Mohr – Coulomb failure envelope


Some important facts on strength parameters c and of sand

Sand is cohesionless

hence c = 0

Direct shear tests are

drained and pore water

pressures are

dissipated, hence u = 0

Therefore,

’ = and c’ = c = 0

Direct shear tests on clays

Failure envelopes for clay from drained direct shear tests

Sh

ear

str

ess a

t fa

ilu

re,

f

Normal force,

’

Normally consolidated clay (c’ = 0)

In case of clay, horizontal displacement should be applied at a very

slow rate to allow dissipation of pore water pressure (therefore, one

test would take several days to finish)

Overconsolidated clay (c’ ≠ 0)

Interface tests on direct shear apparatus

In many foundation design problems and retaining wall problems, it

is required to determine the angle of internal friction between soil

and the structural material (concrete, steel or wood)

tan' af cWhere,

ca = adhesion,

= angle of internal friction

Foundation material

Soil

P

S

Foundation material

Soil

P

S

Triaxial Shear Test

Soil sample

at failure

Failure plane

Porous

stone

impervious

membrane

Piston (to apply deviatoric stress)

O-ring

pedestal

Perspex

cell

Cell pressure

Back pressure Pore pressure or

volume change

Water

Soil

sample

Triaxial Shear Test

Specimen preparation (undisturbed sample)

Sampling tubes

Sample extruder

Triaxial Shear Test


Edges of the sample

are carefully trimmed

Setting up the sample

in the triaxial cell

Triaxial Shear Test

Sample is covered

with a rubber

membrane and sealed

Cell is completely

filled with water


Triaxial Shear Test


Proving ring to

measure the

deviator load

Dial gauge to

measure vertical

displacement

Types of Triaxial Tests

Is the drainage valve open?

yes no

Consolidated

sample Unconsolidated

sample


yes no

Drained

loading

Undrained

loading

Under all-around cell pressure c

c c

c

c Step 1

deviatoric stress

( = q)

Shearing (loading)

Step 2

c c

c+ q

Types of Triaxial Tests


yes no

Consolidated

sample Unconsolidated

sample

Under all-around cell pressure c

Step 1


yes no

Drained

loading

Undrained

loading

Shearing (loading)

Step 2

CD test

CU test

UU test

Consolidated- drained test (CD Test)

Step 1: At the end of consolidation

VC

hC

Total, = Neutral, u Effective, ’ +

0

Step 2: During axial stress increase

’VC = VC

’hC =

hC

VC +

hC 0

’V = VC + =

’1

’h = hC = ’3

Drainage

Drainage

Step 3: At failure

VC + f

hC 0

’Vf = VC + f = ’1f

’hf = hC = ’3f Drainage

Deviator stress (q or d) = 1 – 3


1 = VC +

3 = hC

Vo

lum

e c

han

ge o

f th

e

sam

ple

Exp

an

sio

n

Co

mp

ressio

n

Time

Volume change of sample during consolidation


De

via

tor

str

es

s,

d

Axial strain

Dense sand

or OC clay

(d)f

Dense sand

or OC clay

Loose sand

or NC clay

Vo

lum

e c

han

ge

of

the s

am

ple

Exp

an

sio

n

Co

mp

ressio

n Axial strain

Stress-strain relationship during shearing


Loose sand

or NC Clay (d)f

CD tests How to determine strength parameters c and

Devia

tor

str

ess,

d

Axial strain

Sh

ear

str

ess,

or ’

Mohr – Coulomb

failure envelope

(d)fa

Confining stress = 3a (d)fb

Confining stress = 3b

(d)fc

Confining stress = 3c

3c 1c 3a 1a

(d)fa

3b 1b

(d)fb

1 = 3 + (d)f

3

CD tests

Strength parameters c and obtained from CD tests

Since u = 0 in CD

tests, = ’

Therefore, c = c’

and = ’

cd and d are used

to denote them

CD tests Failure envelopes S

hear

str

ess,

or ’

d

Mohr – Coulomb

failure envelope

3a 1a

(d)fa

For sand and NC Clay, cd = 0

Therefore, one CD test would be sufficient to determine d

of sand or NC clay

CD tests Failure envelopes

For OC Clay, cd ≠ 0

or ’

3 1

(d)f

c

c

OC NC

Some practical applications of CD analysis for

clays

= in situ drained

shear strength

Soft clay

1. Embankment constructed very slowly, in layers over a soft clay

deposit


clays

2. Earth dam with steady state seepage

= drained shear

strength of clay core

Core


clays

3. Excavation or natural slope in clay

= In situ drained shear strength

Note: CD test simulates the long term condition in the field.

Thus, cd and d should be used to evaluate the long

term behavior of soils

Consolidated- Undrained test (CU Test)

Step 1: At the end of consolidation

VC

hC

Total, = Neutral, u Effective, ’ +

0

Step 2: During axial stress increase

’VC = VC

’hC =

hC

VC +

hC ±u

Drainage

Step 3: At failure

VC + f

hC

No

drainage

No

drainage ±uf

’V = VC + ± u = ’1

’h = hC ± u = ’3

’Vf = VC + f ± uf = ’1f

’hf = hC ± uf = ’3f

Vo

lum

e c

han

ge o

f th

e

sam

ple

Exp

an

sio

n

Co

mp

ressio

n

Time

Volume change of sample during consolidation


De

via

tor

str

es

s,

d

Axial strain

Dense sand

or OC clay

(d)f

Dense sand

or OC clay

Loose sand

/NC Clay

u

+

-

Axial strain

Stress-strain relationship during shearing


Loose sand

or NC Clay (d)f

CU tests How to determine strength parameters c and

Devia

tor

str

ess,

d

Axial strain

Sh

ear

str

ess,

or ’

(d)fb

Confining stress = 3b

3b 1b 3a 1a

(d)fa

cu Mohr – Coulomb

failure envelope in


ccu

1 = 3 + (d)f

3

Total stresses at failure

(d)fa

Confining stress = 3a

(d)fa

CU tests How to determine strength parameters c and S

he

ar

str

ess

,

or ’ 3b 1b 3a 1a

(d)fa

cu

Mohr – Coulomb

failure envelope in


ccu ’3b ’1b

’3a ’1a

Mohr – Coulomb failure

envelope in terms of

effective stresses

’

C’ ufa

ufb

’1 = 3 + (d)f - uf

’3 = 3 - uf

Effective stresses at failure

uf

CU tests

Strength parameters c and obtained from CD tests

Shear strength

parameters in terms

of total stresses are

ccu and cu

Shear strength

parameters in terms


are c’ and ’

c’ = cd and ’ = d

CU tests Failure envelopes

For sand and NC Clay, ccu and c’ = 0

Therefore, one CU test would be sufficient to determine

cu and ’(= d) of sand or NC clay

Sh

ear

str

ess,

or ’

cu Mohr – Coulomb

failure envelope in


3a 1a

(d)fa

3a 1a

’

Mohr – Coulomb failure

envelope in terms of

effective stresses

Some practical applications of CU analysis for

clays

= in situ undrained

shear strength

Soft clay

1. Embankment constructed rapidly over a soft clay deposit


clays

2. Rapid drawdown behind an earth dam

= Undrained shear


Core


clays

3. Rapid construction of an embankment on a natural slope

Note: Total stress parameters from CU test (ccu and cu) can be used for

stability problems where,

Soil have become fully consolidated and are at equilibrium with

the existing stress state; Then for some reason additional

stresses are applied quickly with no drainage occurring

= In situ undrained shear strength

Unconsolidated- Undrained test (UU Test)

Data analysis

C = 3

C = 3

No

drainage

Initial specimen condition

3 + d

3

No

drainage

Specimen condition

during shearing

Initial volume of the sample = A0 × H0

Volume of the sample during shearing = A × H

Since the test is conducted under undrained condition,

A × H = A0 × H0

A ×(H0 – H) = A0 × H0

A ×(1 – H/H0) = A0 z

AA

1

0


Step 1: Immediately after sampling

0

0

= +

Step 2: After application of hydrostatic cell pressure

uc = B 3

C = 3

C = 3 uc

’3 = 3 - uc

’3 = 3 - uc

No

drainage

Increase of pwp due to

increase of cell pressure

Increase of cell pressure

Skempton’s pore water

pressure parameter, B

Note: If soil is fully saturated, then B = 1 (hence, uc = 3)


Step 3: During application of axial load

3 + d

3

No

drainage

’1 = 3 + d - uc ud

’3 = 3 - uc ud

ud = ABd

uc ± ud

= +

Increase of pwp due to

increase of deviator stress Increase of deviator

stress

Skempton’s pore water

pressure parameter, A


Combining steps 2 and 3,

uc = B 3 ud = ABd

u = uc + ud

Total pore water pressure increment at any stage, u

u = B [3 + Ad]

Skempton’s pore

water pressure

equation

u = B [3 + A(1 – 3]

3b 1b


Effect of degree of saturation on failure envelope

3a 1a 3c 1c

or ’

S < 100% S > 100%

Some practical applications of UU analysis for

clays

= in situ undrained

shear strength

Soft clay

1. Embankment constructed rapidly over a soft clay deposit


clays

2. Large earth dam constructed rapidly with

no change in water content of soft clay

Core

= Undrained shear



clays

3. Footing placed rapidly on clay deposit

= In situ undrained shear strength

Note: UU test simulates the short term condition in the field.

Thus, cu can be used to analyze the short term

behavior of soils

Unconfined Compression Test (UC Test)

1 = VC +

3 = 0

Confining pressure is zero in the UC test

Unconfined Compression Test (UC Test)

1 = VC + f

3 = 0

Sh

ear

str

ess,

Normal stress,

qu

τf = σ1/2 = qu/2 = cu

Documents

Shear Strength of Soils...Retaining wall Shear failure of soils At failure, shear stress along the failure surface (mobilized shear resistance) reaches the shear strength.Shear failure